REVIEWED BLD-BLD2021-0657+Structural_Calculations+5.11.2021_8.27.31_PM+2191480Structural Calculations For:
Kopa k Residence
Edmonds, WA
Prepared for: Strobl Design LLC
Job #: 10963-2021-01
Date: April 2, 2021
SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 O 206.443.6212 ssfengineers.com
ENGUNEERING TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253.284.9470
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Information
Code: Date: 5/10/2021
Designer: SRO
Client: Strobl Design
Project: Kopak Residence
Wall Line: North Wall
V (Ib
Li(ft) Lo1(ft) L2(ft) Lo2(ft) L3(ft) L03(ft) L4(ft)
S
S
�
is
Shear Wall Calculation Variables
V
25301bf
Opening 1
Opening 2
Opening 3
Adj. Factor Method =i
2bs/h
Ll
6.08ft
hatA2.50
hat 4.00ft
ha3 4.00ft
Wall Pier Aspect Ratio
Adj. Factor
L2
3.67 ft
ho1
ho2 3.00 ft
ho3 3.00 ft
P1=hot/L1= 0.49
N/A
L3
3.67ft
hb1
hb2 5.00ft
hb3 5.00ft
P2=ho2/L2= 0.82
N/A
L4
6.08 ft
Lo1
Lo2 2.50 ft
Lo3 2.50 ft
P3=ho3/L3= 0.82
N/A
h-11
12.00 ft
P4=ho3/L4= 0.49
N/A
L-11
27.00 ft
1. Hold-down forces: H = Vh„.*,�/ .II
1124lbf
6. Unit shear beside opening
2. Unit shear above +below opening
V1=(V/L)(Ll+Tl)/L1=
118 alf
First opening: vat = vbl = H/(hal+hbl) =
125 plf
V2 = (V/L)(T2+L2+T3)/L2 =
150 plf
Second opening: vat = vb2 = H/(ha2+hb2) =
125 plf
V3 = (V/L)(T4+L3+T5)/L3 =
150 plf
Third opening: va3 = vb3 = H/(ha3+hb3) =
125 plf
V4 = (V/L)(T6+L4)/L4 =
118 plf
Check Vl*Ll+V2*L2+V3*L3+V4*L4=V?
25301bf OK
3. Total boundary force above + below openings
First opening: 01 = vat x (Lol) = 312 lbf
Second opening: 02 = vat x (Lo2) = 312 lbf
Third opening: 03 = va3 x (Lo3) = 312 lbf
4. Corner forces
Fl = Ol(Ll)/(Ll+L2) =
195 Ibf
F2 = Ol(L2)/(Ll+L2) =
118 Ibf
F3 = O2(L2)/(L2+L3) =
156 Ibf
F4=02(L3)/(L2+L3)=
1561bf
F5 = O3(L3)/(L3+L4) =
118 Ibf
F6 = O3(L4)/(L3+L4) =
195 Ibf
S. Tributary length of openings
T1= (Ll*Lol)/(Ll+L2) =
1.56 ft
T2 = (L2*Lol)/(Ll+L2) =
0.94 ft
T3 = (L2*Lo2)/(L2+L3) =
1.25 ft
T4 = (L3*Lo2)/(L2+L3) =
1.25 ft
T5 = (L3*Lo3)/(L3+L4) =
0.94 ft
T6 = (L4*Lo3)/(L3+L4) =
1.56 ft
7. Resistance to corner forces
R1=V1*L1= 716 lbf
R2=V2*1_2= 5491bf
R3=V3*L3= 5491bf
R4=V4*1_4= 716 lbf
8. Difference corner force + resistance
11141= 521lbf
1124243= 2751bf
1134445= 2751bf
11446 = 521lbf
9. Unit shear in corner zones
vcl = (RI-Fl)/Ll = 86 plf
vc2 = (R2-F2-F3)/L2 = 75 plf
vc3 = (R3-F4-F5)/L3 = 75 plf
vc4 = (R4-F6)/L4 = 86 plf
Project Information
Code: Date: 5/10/2021
Designer: SRO
Client: Strobl Design
Project: Kopak Residence
Wall Line: North Wall
V (Ibb)
8E
E€
m
1 H(Ib) ~~~~ Hllb)
Check Summary of Shear Values for Three Openings
Line 1:vcl(hal+hbl)+Vl(hol)=H?
771
353
1124lbf
Line 2:val(hal+hbl)-vc1(hal+hbl)-V1(ho1)=0?
1124
771
353
0
Line 3:vc2(hal+hbl)+V2(ho1)-va1(hal+hbl)=0?
676
449
1124
0
Line 4:
va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0?
1124
449
676
0
Line 5:
va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=0?
1124
676
449
0
Line 6:va3(ha3+hb3)-V3(ho3)-vc3(ha3+hb3)=0?
1124
449
676
0
Line 7:va3(ha3+hb3)-vc4(ha3+hb3)-V4(ho3)=0?
1124
771
353
0
Line 8:vc4(ha3+hb3)+V4(ho3)=H7
771
353
1124lbf
Summa
Req. Sheathing Capacity
Req. Strap Force
Req. HD Force (Hj
Req. Shear Wall Anchorage Force (v, ,,]
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STRUCTURAL
ENGINEERING
PROJECT
Ka Pa& ZESTOENLE
I IZ.e Iz�
DATE
PROD. #
$ PA
DESIGN
�,T y
SHEET
ASCE 7-10 Wind Loads - Components and Cladding
Flat, Gable and Hip Roofs
Wind Coefficients
Exposure
D
V=
110
mph
Kd=
0.85
Table 26.6-1
GCP =
(Calculated from Ch. 30 Tables)
GCp1=
0.18 Table 26.11-1
Velocity Pressure, qh = 0.00256KdK,tKzV`
Design Wind Pressure, p = gh[(GCP)-(GCP;))
Desian Wind Pressure (osft
Part 1: Low -Rise Buildings (h <_ 60 feet)
Section 30.4
nratinn and Ruildinn NrnPnsinns
K. =
1.00
Mean Roof Height, h
15
ft
K� =
1.03
Table 30.3-1
Roof Angle
12
degrees
16.3 psf (30.3-1) Design ASD
(30.4-1)
Roof Type Gable
Component
Zone
Effective Wind Area (sq ft)
510
20
50
100
200
2500
Gable and Hip
Roofs 7 to 27
deg
1
+
11.1*
10.3*
8.8*
7.8*
7.8*
7.8*
-17.6
-17.1
-16.3
-15.9*
-15.9*
-15.9*
2
+
11.1*
10.3*
8.8*
7.8*
7.8*
7.8*
-30.6
-28.2
-24.7
-22.5
-22.5
-22.5
OH
-38.7
-38.7
-38.7
-38.7
-38.7
-38.7
3
+
11.1*
10.3*
8.8*
7.8*
7.8*
7.8*
-45.2
-42.0
-38.4
-35.5
-35.5
-35.5
OH
-63.1
-56.6
-48.5
-43.6
-43.6
-43.6
Wall
4
+
19.2
18.4
17.3
16.3
15.5*
14.3*
-20.8
-19.9
-18.9
-17.7
-17.1
-15.9*
5
+
.2
18.
17.3
14.3*
25.7
-24.1
-21.8
-20.0
-18.1
-15.9*
Typ - LC A
+
8
46.
42.0
36.8
Parapet (Fig.
Typ - LC B
-40.0
-38.2
-36.1
-34.0
-32.6
-30.3
30.7-1)
Corner - LC A
+
64.5
60.4
55.7
51.8
50.9
49.8
Corner - LC B
-44.9
-42.5
-39.1
-36.3
-33.5
-30.3
Note: * Indicates 10psf minimum lateral load per 30.2.2 controls this load case for most buildings.
Gable/Hip Hoots / -21 degree - rigure su.4-Zu wan tones - t-figure 3U.4-1
a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of
least horizontal dimension or 3 ft (0.9 m).
h: Mean roof height, in feet (meters), except that eave height shall be used for 0 <_ 10'.
Residence
Date: 112812021
Project #:
Design: SRO
Sheet: LAT 5
N C,
E
0
v
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m
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tt
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1
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STRUCTURAL
ENGINEERING
PROJECT
V,O PAS V-E 1:05+z t
1 I Z8 IZI
DATE
PRO- X
5 �0
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DESIGN
LriT (p
SHEET
Column Buckling Calculations
NDS 2012
Column Geometry Data
PSL Column
Hem -Fir Plates
b 5.25 in
d 5.25 in
Let 12.00 ft
Lee 12.00 ft
lebending ft
Column Stability Factor Calculation
Strong Axis Weak Axis
Bracing Fce1 1000 psi Fce2 575774 psi
Braced Fc*1 4000 psi Fc*2 4000 psi
No Brace Fce1/Fc*1 0.250 Fce2/Fc*2 143.944
Cp1 0.235 CP2 1.000
Column Design Values Bearing
Fb 2400 psi Area
Fn 2500 psi Increase
Fmin 914.88 ksi No
Fcperp 405 psi
cb 1.00
Column Loading
P 4500 Ibs
W1
184.0 plf
M1
3312 ft-Ibs
W2
5.0 plf
M2 (Braced)
0 ft-Ibs
Flexural Stress Adjustment Factors
Roof/EQ / Wind - CID
1.60
Size Factor - CIF
1.00
Repetitive - Cr
1.00
Compressive Parallel Adjustment Factors
Roof/EQ / Wind - Co
1.60
Size Factor - CIF
1.00
Other Factors
Visually Graded Lumber
c
0.8
Solid Column
Kf
1
Column: Pinned Pinned
Ke
1
Project:
STRUCTVRFI�
ENGINEERING
2124 Third Avenue . Suite 100 . Seattle . WA 98121
www.swensonsayfaget.com
Office: 206.443.6212
Fax 206.443.4870
Beam Stability Factor Calculation
Strong Axis
Fbe1 23012 psi
Fb',
3840 psi
Fbe1/Fb'1
6.0
le
20.9 ft
CL1
1.00
Weak Axis
Fbe2 533,680 psi
Fb'2 3840 psi
Fbe2/Fb'2 139
Adjusted Allowable Stresses
Strong Axis Weak Axis
Fc'1 942 psi Fc'2 4000 psi
Fb'1 3840 psi Fb'2 3840 psi
Imposed Column Stresses
Strong Axis
fc1 163 psi
fb1 1648 psi
Weak Axis
fc2 163 psi
fb2 0 psi
Perpendicular to Grain Stress Check fcp/Fcp = 1631405 OK
Slenderness Check le/d 27 OK
Slenderness Check /e/b 27 OK
(1) F� Fat 1— � Fora Fbz 1— c Fc.— t Fba��
Cyr + ��.f �� �+ r� f� .fb2 �.f � <_1.0
(2) fc fbl
+
FcE- FbE l 1.0
(3) fc fbI ` AZ 1.0
Fc . 'Fb l Fb - r
Allowable Stress Interaction Formula 0.54 OK
Residence Date: 112812021
Post at Garage Project #:
Design: SRO
Sheet: LAT 7
Column Buckling Calculations
NDS 2012
Column Geometry Data
Hem -Fir #2 Studs
Hem -Fir Plates
b
1.5 in
d
5.5 in
Let
12.00 ft
Lee
12.00 ft
lebending
ft
Column Stability Factor Calculation
Strong Axis Weak Axis
Bracing Fce1 564 psi Fce2 24146 psi
Braced Fc*1 2288 psi Fc*2 2288 psi
No Brace Fce1/Fc*1 0.246 Fce2/Fc*2 10.553
Cp1 0.232 CP2 1.000
Column Design Values Bearing
Fb 850 psi Area
Fn 1300 psi Increase
Fmin 470 ksi No
Fcperp 405 psi
cb 1.00
Column Loading
P 667 Ibs
W1
33.2 plf
M1
598 ft-Ibs
W2
5.0 plf
M2 (Braced)
0 ft-Ibs
Flexural Stress Adjustment Factors
Roof/EQ / Wind - CID
1.60
Size Factor - CIF
1.30
Repetitive - Cr
1.15
Compressive Parallel Adjustment Factors
Roof/EQ / Wind - Co
1.60
Size Factor - CIF
1.10
Other Factors
Visually Graded Lumber
c
0.8
Solid Column
Kf
1
Column: Pinned Pinned
Ke
1
Project:
STRUCTVRFI�
ENGINEERING
2124 Third Avenue . Suite 100 . Seattle . WA 98121
www.swensonsayfaget.com
Office: 206.443.6212
Fax 206.443.4870
Beam Stability Factor Calculation
Strong Axis
Fbe1 918 psi
Fb'1
2033 psi
Fbe1/Fb'1
1.0
le
20.9 ft
CL1
1.00
Weak Axis
Fbe2 1,053,148 psi
Fb'2 2033 psi
Fbe2/Fb'2 518
Adjusted Allowable Stresses
Strong Axis Weak Axis
Fc'1 531 psi Fc'2 2288 psi
Fb'1 2033 psi Fb'2 2033 psi
Imposed Column Stresses
Strong Axis
fc1 81 psi
fb1 948 psi
Weak Axis
fc2 81 psi
fb2 0 psi
Perpendicular to Grain Stress Check fcp/Fcp = 811405 OK
Slenderness Check le/d 26 OK
Slenderness Check /e/b 96 OK*
* = Braced
(1) F� Fat 1— � Fora Fbz 1— c Fc.— t Fba��
Cyr + ��.f �� �+ r� f� .fb2 �.f � <_1.0
(2) fc fbl
+
FcE- FbE. 1.0
(3) fc fbl ` AZ 1.0
Fc. 'F-bl' 'Fb-r —
Allowable Stress Interaction Formula 0.57 OK
Residence Date: 112812021
Tall Studs Project #:
Design: SRO
Sheet: LAT 8
4
YERT=cap". MST CT*J
NI
O (Ov'g s"s x I$ Col a %o PA
L = 20'
V07. Tb = 1K'S'1 psi
rr C�=0A4
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LI391T
2O G1,t3
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w =
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SWENSON SAY FAGET ,fengineers.coill SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 I O 206.4436212
TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 1 0 2S3.284 9470
ASCE 7-10 Wind Loads - Components and Cladding
Flat, Gable and Hip Roofs
Wind Coefficients
Exposure
D
V=
110
mph
Kd=
0.85
Table 26.6-1
GCP =
(Calculated from Ch. 30 Tables)
GCp1=
0.55 Table 26.11-1
Velocity Pressure, qh = 0.00256KdK,tKzV`
Design Wind Pressure, p = gh[(GCP)-(GCP;))
Desian Wind Pressure (osft
Part 1: Low -Rise Buildings (h <_ 60 feet)
Section 30.4
nratinn and Ruildinn NrnPnsinns
K. =
1.00
Mean Roof Height, h
15
ft
K� =
1.03
Table 30.3-1
Roof Angle
12
degrees
16.3 psf (30.3-1) Design ASD
(30.4-1)
Roof Type Gable
Component
Zone
Effective Wind Area (sq ft)
510
20
50
100
200
z500
Gable and Hip
Roofs 7 to 27
deg
1
+
17.1
16.3
14.8*
13.8*
13.8*
13.8*
-23.6
-23.1
-22.3
-22.0
-22.0
-22.0
2
+
17.1
16.3
14.8*
13.8*
13.8*
13.8*
-36.6
-34.2
-30.8
-28.5
-28.5
-28.5
OH
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-44.8
-44.8
-44.8
-44.8
-44.8
3
+
17.1
16.3
14.8*
13.8*
13.8*
13.8*
-51.3
-48.0
-44.4
-41.5
-41.5
-41.5
OH
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-49.6
-49.6
Wall
4
+
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24.4
23.3
22.3
21.5
20.3
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-25.9
-24.9
-23.8
-23.1
-22.0
5
+
25.2
24.4
23.3
22.3
21.5
20.3
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-27.8
-26.0
1 -24.1
-22.0
Typ - LC A
+
61.8
58.6
54.0
50.8
50.0
48.8
Parapet (Fig.
Typ - LC B
-52.1
-50.3
-48.2
-46.1
-44.6
-42.3
30.7-1)
Corner - LC A
+
76.5
72.4
67.7
63.8
63.0
61.8
Corner - LC B
-57.0
1 -54.5
1 -51.1
-48.3
-45.6
1 -42.3
Note: * Indicates 10psf minimum lateral load per 30.2.2 controls this load case for most buildings.
Gable/Hip Hoots / -21 degree - rigure su.4-Zu wan tones - t-figure 3U.4-1
a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of
least horizontal dimension or 3 ft (0.9 m).
h: Mean roof height, in feet (meters), except that eave height shall be used for 0 <_ 10'.
Residence
Date: 311212021
Project #:
Design: SRO
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